Experimental Study on Seismic Performance of Carbon Fibre Reinforced Plastics-Retrofitted Earthquake-Damaged Non-ductile Reinforced Concrete Frames
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摘要:为了研究碳纤维增强复合材料（CFRP）加固震损非延性钢筋混凝土（RC）框架抗震性能，制作并完成了1榀1/2缩尺两层两跨非延性RC框架子结构试件加固前后的拟静力试验. 将试件加载至峰值承载力，对采用外包CFRP法对震损节点处进行加固后的试件进行试验研究，获得了CFRP加固震损非延性RC框架的破坏形态与滞回曲线，分析了其刚度、强度、延性和耗能等抗震性能指标，并与完好结构进行对比. 分析结果表明：CFRP加固对提高震损非延性钢筋混凝土框架结构的最大水平承载力、初始刚度有限，对其耗能能力提升明显；加固结构的平均位移延性系数为2.81；当其最大层间位移角到达1/50时，加固结构依然具有较大的安全储备空间，加固后的震损非延性RC框架结构可以用于地震区.
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关键词:
- 土木建筑结构/
- 震损CFRP非延性钢筋混凝土框架/
- 拟静力试验/
- 抗震加固
Abstract:To investigate the seismic performance of earthquake-damaged non-ductile reinforced concrete (RC) frames retrofitted with carbon fiber reinforced polymer (CFRP), two pseudo-static tests were conducted on a 1/2 scale two-span and two-story specimen before and after its CFRP reinforcement. After the RC frame was loaded to its peak bearing capacity, specimens with seismic damaged parts strengthened with external CFRP textile were studied experimentally to obtain their failure modes and hysteretic curves. The seismic performance indexes of the CFRP-retrofitted frame, such as stiffness, strength, ductility and energy consumption, were analyzed and compared with the initial intact frame. The results show that the external CFRP reinforcement has no significant influence on the lateral strength and initial stiffness of the earthquake-damaged non-ductile RC frame, but the energy dissipation capacity of the retrofitted RC frame is obviously improved. The average displacement ductility factor of retrofitted RC frame is 2.81. When the maximum story drift ratio reaches 1/50, the retrofitted RC frame still has a large safety margin. The retrofitted earthquake-damage non-ductile RC frames can be used in seismic areas. -
图 3未加固试件试验现象
Figure 3.Test observations of the control specimen without CFRT reinforcement
表 1各试件力学特征点
Table 1.Behavior of the specimens at different characteristic points
试件状态 方向 开裂点 屈服点 峰值点 极限点 Pcr/kN Δcr/mm Py/kN Δy/mm Pm/kN Δm/mm Pu/kN Δu/mm 未加固 正 — — 97.5 21.6 135.0 42.3 — — 反 −19.0 −2.7 −75.8 −19.8 −110.8 −49.4 — — 加固 正 — — 117.8 25.5 141.3 41.9 120.1 70.5 反 −56.7 −9.6 −93.5 −24.4 −113.6 −48.2 −96.7 −69.4 注：Pcr和Δcr为开裂荷载和开裂荷载对应的位移；Py和Δy为屈服荷载和屈服荷载对应的位移；Δm为峰值荷载对应的位 移；Δu为极限位移. 
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表 2特征点刚度
Table 2.Measured stiffness at characteristic points
kN•mm −1 试件状态 方向 开裂点 屈服点 峰值点 极限点 未加固 正 — 4.50 3.19 — 负 7.01 3.83 2.24 — 加固 正 — 4.62 3.37 1.70 负 5.89 3.83 2.35 1.39 下载:
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表 3加固试件延性系数
Table 3.Ductility coefficients of CFRP-retrofitted earthquake-damaged specimen
方向 $\varDelta_{\mathrm{u} }$ $\varDelta_{\mathrm{y} }$ $ \mu $ $\bar \mu $ 正 70.51 25.49 2.77 2.81 负 −69.42 −24.41 2.84 下载:
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表 4延性系数最小值
Table 4.Minimum value of ductility coefficients
箍筋形式 一级 二级 三级 矩形普通箍筋 2.57 2.36 2.18 矩形复合箍筋 2.09 1.84 1.75 下载:
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表 5加固试件极限状态层间位移角
Table 5.Ultimate story drift ratio of CFRP-retrofitted earthquake-damaged specimen
位置 位移/mm 层间位移角 第 1 层 −38.68 1/38.78 第 2 层 30.88 1/48.58 下载:
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表 6加固试件特征点E及he
Table 6.Eandhecharacteristic points of reinforced specimen
试件
状态屈服点 峰值点 极限点 E/
(kN•mm−1)he E/
(kN•mm−1)he E/
(kN•mm−1)he 未加固 730.2 0.050 2 525.0 0.070 — — 加固 1 297.6 0.080 3 940.5 0.100 6 509.5 0.136 比率 1.78 1.60 1.56 1.43 下载:
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国家建委建筑科学研究院. 工业与民用建筑抗震设计规范: TJ11—78[S]. 北京: 中国建筑工业出版社, 1978. 吕大刚, 于晓辉, 李宁. FRP加固非延性钢筋混凝土框架结构的地震倒塌易损性分析[J]. 建筑结构学报, 2015, 36（增刊2）: 112-118.LÜ Dagang, YU Xiaohui, LI Ning. Seismic collapse fragility analysis for non-ductile RC framestructures retrofitted with FRP[J]. Journal of Building Structures, 2015, 36（S2）: 112-118. CHEN W H, SHOU W R, QIAO Z H, et al. Seismic performance of non-ductile RC frames strengthened with CFRP[J]. Composite Structures, 2019, 221: 1-18. 清华大学土木工程结构专家组,江南娱乐网页版入口官网下载安装土木工程结构专家组,北京交通大学土木工程结构专家组. 汶川地震建筑震害分析[J]. 建筑结构学报,2008(4): 1-9.doi:10.3321/j.issn:1000-6869.2008.04.001Civil and Structural Groups of Tsinghua University, Xinan Jiaotong University and Beijing Jiaotong University. Analysis on seismic damage of buildings in the Wenchuan earthquake[J]. Journal of Building Structures, 2008(4): 1-9.doi:10.3321/j.issn:1000-6869.2008.04.001 郑建军, 廖永石, 杜雷, 等. 青海玉树地震民用建筑震害调查和分析[J]. 建筑结构, 2013, 43（增刊1）: 1051-1054.ZHEN Jianjun, LIAO Yongshi, DU Lei, et al. Investigation and analysis of building damage in Yushu city caused by earthquake[J]. Building Structure, 2013, 43（S1）: 1051-1054. 蔡晓光, 孙有为, 郭晓云. 芦山地震建筑震害统计分析[J]. 自然灾害学报, 2015, 24（6）: 112-119.CAI Xiaoguang, SUN Youwei, GUO Xiaoyun[J]. Statistical analysis of building damage in Ms7.0 Lushan earthquake. 2015, 24（6）: 112-119. 中华人民共和国住房和城乡建设部. 建筑抗震设计规范: GB 50011—2010[S]. 北京: 中国建筑工业出版社, 2010. BALSAMO A, COLOMBOB A, MANFREDIC G, et al. Seismic behavior of a fulls-cale RC frame repaired using CFRP laminates[J]. Engineering Structures, 2005, 27: 769-780.doi:10.1016/j.engstruct.2005.01.002 熊耀清,姚谦峰. CFRP加固RC框架结构振动台试验及损伤机理分析[J]. 北京交通大学学报,2006,30(1): 25-29.doi:10.3969/j.issn.1673-0291.2006.01.007XIONG Yaoqing, YAO Qianfeng. Shaking table test and damage mechanism analysis for RC frame strengthened with CFRP[J]. Journal of Beijing Jiaotong University, 2006, 30(1): 25-29.doi:10.3969/j.issn.1673-0291.2006.01.007 王新玲,赵更歧,吕林,等. 碳纤维布加固震后严重损伤混凝土框架的抗震试验研究[J]. 建筑结构,2010,40(1): 50-53.WANG Xinling, ZHAO Gengqi, LÜ Lin, et al. Experimental study on seismic performance of serious damaged RC frame strengthened by CFRP sheets[J]. Building Structure, 2010, 40(1): 50-53. 国家基本建设委员会. 工业与民用建筑结构荷载规范: TJ9—74[S]. 北京: 中国建筑工业出版社, 1974. 张沛洲,欧进萍. 低延性钢筋混凝土框架结构抗震性能分析与评估[J]. 建筑结构学报,2013,34(12): 11-18.ZHANG Peizhou, OU Jinping. Seismic performance analysis and evaluation for low-ductile RC frame structures[J]. Journal of Building Structures, 2013, 34(12): 11-18. 张玉芬,王育平,赵均海. 复式钢管混凝土外钢管不连通环梁节点抗震性能试验研究[J]. 土木工程学报,2012,45(6): 90-100.ZHANG Yufen, WANG Yuping, ZHAO Junhai. Experimental study on the seismic behavior of ring beam joint with discontinuous outer tube outside composite CFST column[J]. China Civil Engineering Journal, 2012, 45(6): 90-100. ZHANG J, JIA J. Experimental study on seismic behavior of composite frame consisting of SRC beams and SRUHSC columns subjected to cyclic loading[J]. Construction & Building Materials, 2016, 125: 1055-1065. 王铁成,张学辉,赵海龙. 纤维增强混凝土异形柱框架抗震性能的试验研究[J]. 地震工程与工程振动,2008,28(6): 178-185.WANG Teicheng, ZHANG Xuehui, ZHAO Hailong. Experimental study on seismic behavior of RC frames with specially shaped columns reinforced by fiber[J]. Journal of Earthquake Engineering and Engineering Vibration, 2008, 28(6): 178-185. 蔡健,周靖,方小丹. 钢筋混凝土框架抗震位移延性系数研究[J]. 工程抗震与加固改造,2005(3): 2-6.doi:10.3969/j.issn.1002-8412.2005.03.002CAI Jian, ZHOU Jing, FANG Xiaodan. Study on seismic displacement ductility factor of reinforced concrete frame structure[J]. Earthquake Resistant Engineering, 2005(3): 2-6.doi:10.3969/j.issn.1002-8412.2005.03.002 LU Y, HAO H, CARYDIS P G, et al. Seismic performance of RC frames designed for three different ductility levels[J]. Engineering Structures, 2001, 23(5): 537-547.doi:10.1016/S0141-0296(00)00058-4 欧阳利军,陆洲导,陈惟珍. BFRP与CFRP约束混凝土短柱抗震性能计算分析[J]. 江苏大学学报(自然科学版),2013,34(4): 460-465.doi:10.3969/j.issn.1671-7775.2013.04.017OUYANG Lijun, LU Zhoudao, CHEN Weizhen. Computational evaluation of seismic performance of short columns confined with BFRP and CFRP[J]. Journal of Jiangsu University (Natural Science Edition), 2013, 34(4): 460-465.doi:10.3969/j.issn.1671-7775.2013.04.017 -
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